CN105178333A - Construction method for removing anchor rod obstacles in grooving process of underground diaphragm wall - Google Patents
Construction method for removing anchor rod obstacles in grooving process of underground diaphragm wall Download PDFInfo
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- CN105178333A CN105178333A CN201510504710.2A CN201510504710A CN105178333A CN 105178333 A CN105178333 A CN 105178333A CN 201510504710 A CN201510504710 A CN 201510504710A CN 105178333 A CN105178333 A CN 105178333A
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Abstract
The invention relates to a construction method for removing anchor rods, in particular to a construction method for removing anchor rod obstacles in a grooving process of an underground diaphragm wall. By means of the construction method, the technical problems that in the prior art, the anchor rods are removed directly through a grooving machine by the adoption of conventional steel pipes, groove wall collapse accidents are caused easily, and the safety of surrounding buildings and structures is influenced can be solved. The construction method comprises the steps of conducting construction preparation, placing a drilling machine in place, conducting drilling, spreading a drilling rod, manufacturing grout, conducting grouting operation, moving a machine, conducting secondary grouting, conducting maintenance to designed strength, conducting cutting through grooving machine and conducting acceptance check.
Description
Technical field
The present invention relates to a kind of construction method removing anchor pole, especially relate in a kind of continuous wall trench underground process and remove anchor pole obstruction construction method.
Background technology
Along with the propelling of urban modernization degree, in city, the density of building is also constantly increasing, highrise building is constantly built especially, the excavation of foundation pit degree of depth is more and more darker, one conveniently uses, two come to be because the price in soil is more and more higher, and the 3rd is also that the investor of present building has started the spatial development to underground gradually because meet the needs of people's air defense.Nowadays, the basement building to two layer is customary, and the subterranean layer even building now three to four layers or five to six layers also has.
Therefore, the support issues of deep pit digging, when space and around environment, often adopts diaphragm wall supporting.In diaphragm wall digging process, in construction groove, the soil nail wall obstruction closed in deep footing groove enclosing structure may be there is.And incity, city deep foundation ditch often has highrise building around, do not possess the working environment that heavy excavation gets anchor pole.The general anchor pole degree of depth has 6-10 rice, and the conventional steel pipe adopting soil nailing to adopt Φ 48mm wall thickness 2.5mm, directly carries out removing anchor pole with groover, easily cause landslip of the sides of the trench accident, affect the safety of surrounding buildings, structure.
Summary of the invention
The present invention is to provide in a kind of continuous wall trench underground process and removes anchor pole obstruction construction method, its routine mainly solved existing for prior art adopts steel pipe, direct groover carries out removing anchor pole, easily cause landslip of the sides of the trench accident, affect the technical problem of safety etc. of surrounding buildings, structure.
Above-mentioned technical problem of the present invention is mainly solved by following technical proposals:
Remove anchor pole obstruction construction method in continuous wall trench underground process of the present invention, it is characterized in that described method comprises:
A. preparation of construction:
A. smooth location, reasonable Arrangement material shed and plant install place, composite water and position, gutter, as far as possible the distance of compact shortening high-pressure hose;
B. position, hole is demarcated by design;
C. set up interim builder's temporary shed, store some materials;
D. machinery overhaul, dry run, load running, examination spray;
B. driller insertion:
Borer frame is that shaped steel welding is made, and hold concurrently as platform compared with thick steel pipe by two the cylinder of movement in bottom, the steel pipe underlay lumps of wood.Frame is settled steadily on platform, and drilling rod is vertical, and adjustment platform is by center, drill bit mating holes position;
C. hole:
Before spudding in, reply rig checks, then just can hole, and in the process of boring, notice that whether the running of rig is normal, pinpoint the problems and should stop in time to bore;
D. drilling rod spreading:
Spreading should be carried out after first drilling rod sinks to certain depth.Drilling rod adopts screwed connection, during spreading, laying down first drilling rod support is fixed on drilling machine platform, promote bridge, be connected with rig bridge above second drilling rod, below be connected with first drilling rod, connect and want firmly, proceed lower brill after meeting the requirements, adopt continuous extension drill rod, until reach projected depth;
E. slurries make:
A. slurry material and formula: be generally cement grout, water/binder ratio is generally between 1:1-1.5:1, and cement paste proportion is 1.37-1.49;
B. Admixture: adopt water glass;
C. adopt slurries draft machines to carry out slurrying, the mortar that mixing is good is stored in slurry storing tank, and cement paste should stir in last hour in spray;
F. slip casting operation:
A. starch gauge to calculate: the slurry amount of spraying by the unit interval and injection duration calculate total slurry amount, and design formulas is:
Q＝Hq/v(1+β)
In formula: Q---total slurry amount, m
3;
V---hoisting velocity, m/min;
H---spray penetration, m;
Q---unit interval whitewashing amount, m
3/ min;
β---loss coefficient, is generally 0.1-0.3;
B. jet groutinl:
After drilling rod reaches design altitude, first send compressed air, then send slurries, in bottom rotary jet, after reaching predetermined expulsion pressure and whitewashing amount, rotation limit in limit promotes again, and rotation and the lifting of drilling rod must be successively; When Grouting Pipe once can not promote and need gradation to dismantle, dismounting action has wanted fast, and the lap length of spraying after unloading pipe must not be less than 10cm;
G. tube drawing, flushing and mobile facility:
After injection rises to design altitude, namely accuse churning and terminate.Now should stop immediately, for slurry, air feed, extracting Grouting Pipe, thoroughly cleaning the construction machinery comprising slush pump and high-pressure pump with clear water.Must not remaining slurries and other foreign material in pipe, in machine.Usual employing changes water into slurries, sprays on the ground, the slurries in slush pump, slip casting flexible pipe are all discharged, damaging parts will repair in time and change, and machinery wants coating butter.Then plant is moved next position, hole;
H. secondary grouting:
Due to slurries bleed, contraction, likely there is depression in induration top, general dark 0.3-0.5m.For eliminating the depression that may occur, to built structure ground, take the construction technology of carrying out secondary grouting in position, former churning hole, range of grouting is determined according to pocket depth, and be generally induration top 1-3m, construction method is the same;
I. groover cutting:
Reach until rotary churning pile cement strength and to start soil excavation after more than 100% and lead wall pouring construction, lead after wall concrete strength reaches requirement, a groover is arranged to carry out soil excavation, in earthwork place, short vehicles drive of refuting concentrates stacking outward transport to collection heatable adobe sleeping platform, excavation adopts without mud off layered driving at a slow speed, after being excavated to anchor pole position, utilize the snap-in force of the hydraulic grab of groover and upwards promote make a concerted effort, by force anchor pole is broken.
Pressure Revolving Blast-Grout is after utilizing rig that the Grouting Pipe with special nozzle is crept into the precalculated position of soil layer, with high-voltage generators such as high pressure slurry pumps, slurries are made to become the high pressure jet stream of about 20MPa, spray from the nozzle of Grouting Pipe bottom sides, nozzle one side sprays a rotary lifting, constantly cut the soil body with brute force attack, except the tiny grogs of sub-fraction is emerged except the water surface with slurries, all the other in jet power effective range, peel off the grogs that gets off from the soil body and slurries are fully uniformly mixed, and rearrange regularly in certain puddled soil ratio.Namely slurries form induration after certain hour solidifies in soil.By high-pressure rotary jet grouting pile to while the reinforcing of the one-tenth cell wall soil body, reinforcing locking is carried out to anchor pole two ends cutting part, then carries out cutting anchor pole with groover.
Anchor pole obstruction construction construction technology technological principle is removed: connect wall displacement over the ground and carry out setting-out in continuous wall trench underground process, first with the high-pressure rotary jet grouting pile that cement mixing content is 30%, cell wall both sides are reinforced before ground-connecting-wall excavation, reach after design strength until high-pressure rotary jet grouting pile and carry out ground-connecting-wall soil excavation with groover, because the earthwork of both sides cell wall is reinforced, reach the intensity of expection, utilize the snap-in force of the hydraulic grab of groover and upwards promote make a concerted effort, by force anchor pole is broken, cell wall was previously reinforced simultaneously, effectively can prevent the generation occurring landslip of the sides of the trench accident in the process broken.
As preferably, add the heater of more than 2 in drill hole during described jet groutinl, slurries in injection hole are heated, first temperature is raised to 40-50 DEG C, heat 5 minutes, again temperature is raised to 60-70 DEG C, heats 10 minutes, then greenhouse cooling is carried out continuing process to 35-45 DEG C.Around drill hole, add heater, preheating can be carried out to slurries.Facilitate it to mix after slurries preheating, increase mobility.After slurries continue to be warming up to 60-70 DEG C, it can heat boring muddy water around, thus homogeneity process, after cooling to 35-45 DEG C, slurries can keep stable.
As preferably, the length of described drilling rod is 1.5m, and the shaft of drilling rod has multiple skewed slot, and the opening direction of skewed slot is for arrange obliquely, and skewed slot is random distribution on shaft.When drilling rod moves downward, skewed slot can stir earth, thus makes the effect of boring better.Due to skewed slot random distribution, the earth around drilling rod just can be cut out cavity brokenly, thus filling effect is better.
As preferably, the slurry pressure of described slip casting operation is 15-20Mpa; Flow is 40-120L/min; Nozzle number is 1; Nozzle bore is φ 2-φ 3mm; The external diameter φ 75mm of Grouting Pipe; Hoisting velocity is 7-20cm/min; Rotary speed is 5-16r/min.
As preferably, described air pressure during compressed air of sending is 0.5-0.7Mpa; Flow is 1-3m
3/ min; Nozzle number is one or two, and gap is 1-2mm.
As preferably, the slurry formula of described second time slip casting is in 1000L cement grout: water 650-700kg, cement 900-1100kg, lead powder 20-40kg.
Therefore, remove anchor pole obstruction construction construction technology in continuous wall trench underground process of the present invention applied widely, be applicable in continuous wall trench underground process and remove all kinds of anchor pole, device therefor is simple, easy to operate, place space requirement is little, and capital equipment only needs jet grouting pile driving machine, groover, little to surrounding edge ambient influnence, safety is high, can carry out normally during the construction of ground-connecting-wall soil excavation, and ensure slurry trench stability, prevent the generation of the quality accidents such as collapse hole.
Accompanying drawing explanation
Accompanying drawing 1 is a kind of structural representation of drilling rod of the present invention.
Component, position and numbering in figure: drilling rod 1, skewed slot 2.
Detailed description of the invention
Below by embodiment, and by reference to the accompanying drawings, technical scheme of the present invention is described in further detail.
Embodiment: remove anchor pole obstruction construction method in the continuous wall trench underground process of this example, the steps include:
A. preparation of construction:
A. smooth location, reasonable Arrangement material shed and plant install place, composite water and position, gutter, as far as possible the distance of compact shortening high-pressure hose;
B. position, hole is demarcated by design;
C. set up interim builder's temporary shed, store some materials;
D. machinery overhaul, dry run, load running, examination spray;
B. driller insertion:
Borer frame is that shaped steel welding is made, and hold concurrently as platform compared with thick steel pipe by two the cylinder of movement in bottom, the steel pipe underlay lumps of wood.Frame is settled steadily on platform, and drilling rod is vertical, and adjustment platform is by center, drill bit mating holes position;
C. hole:
Before spudding in, reply rig checks, then just can hole, and in the process of boring, notice that whether the running of rig is normal, pinpoint the problems and should stop in time to bore;
D. drilling rod spreading:
The length of drilling rod 1 is 1.5m, as Fig. 1, the shaft of drilling rod has multiple skewed slot 2, and the opening direction of skewed slot is for arrange obliquely, and skewed slot is random distribution on shaft, should carry out spreading after first drilling rod sinks to certain depth.Drilling rod adopts screwed connection, during spreading, laying down first drilling rod support is fixed on drilling machine platform, promote bridge, be connected with rig bridge above second drilling rod, below be connected with first drilling rod, connect and want firmly, proceed lower brill after meeting the requirements, adopt continuous extension drill rod, until reach projected depth;
E. slurries make:
A. slurry material and formula: be generally cement grout, cement grout should adopt strength grade be 32.5,42.5 portland cement, water/binder ratio is generally between 1:1-1.5:1, and cement paste proportion is 1.37-1.49;
B. Admixture: adopt water glass;
C. adopt slurries draft machines to carry out slurrying, the mortar that mixing is good is stored in slurry storing tank, and cement paste should stir in last hour in spray;
F. slip casting operation:
A. starch gauge to calculate: the slurry amount of spraying by the unit interval and injection duration calculate total slurry amount, and design formulas is:
Q＝Hq/v(1+β)
In formula: Q---total slurry amount, m
3;
V---hoisting velocity, m/min;
H---spray penetration, m;
Q---unit interval whitewashing amount, m
3/ min;
β---loss coefficient, is generally 0.1-0.3;
Slurry pressure is 15-20Mpa; Flow is 40-120L/min; Nozzle number is 1; Nozzle bore is φ 2-φ 3mm; The external diameter φ 75mm of Grouting Pipe; Hoisting velocity is 7-20cm/min; Rotary speed is 5-16r/min;
B. jet groutinl:
After drilling rod reaches design altitude, first send compressed air, air pressure is 0.5-0.7Mpa; Flow is 1-3m
3/ min; Nozzle number is one or two, and gap is 1-2mm; Send slurries again, in bottom rotary jet, after reaching predetermined expulsion pressure and whitewashing amount, rotation limit in limit promotes again, and rotation and the lifting of drilling rod must be successively; When Grouting Pipe once can not promote and need gradation to dismantle, dismounting action has wanted fast, and the lap length of spraying after unloading pipe must not be less than 10cm; Add 4 heater in drill hole during jet groutinl, the slurries in injection hole are heated, first temperature is raised to 40 DEG C, heat 5 minutes, then temperature is raised to 65 DEG C, heat 10 minutes, then greenhouse cooling to 35 DEG C is carried out continue process.
G. tube drawing, flushing and mobile facility:
After injection rises to design altitude, namely accuse churning and terminate.Now should stop immediately, for slurry, air feed, extracting Grouting Pipe, thoroughly cleaning the construction machinery comprising slush pump and high-pressure pump with clear water.Must not remaining slurries and other foreign material in pipe, in machine.Usual employing changes water into slurries, sprays on the ground, the slurries in slush pump, slip casting flexible pipe are all discharged, damaging parts will repair in time and change, and machinery wants coating butter.Then plant is moved next position, hole;
H. secondary grouting:
Due to slurries bleed, contraction, likely there is depression in induration top, general dark 0.3-0.5m.For eliminating the depression that may occur, to built structure ground, take the construction technology of carrying out secondary grouting in position, former churning hole, the slurry formula of second time slip casting is in 1000L cement grout: water 688kg, cement 983kg, lead powder 29kg.This formula has and does not shrink, has dilatancy.Range of grouting is determined according to pocket depth, and be generally induration top 1-3m, construction method is the same;
I. groover cutting:
Reach until rotary churning pile cement strength and to start soil excavation after more than 100% and lead wall pouring construction, lead after wall concrete strength reaches requirement, a SG40 groover is arranged to carry out soil excavation, in earthwork place, short vehicles drive of refuting concentrates stacking outward transport to collection heatable adobe sleeping platform, excavation adopts without mud off layered driving at a slow speed, after being excavated to anchor pole position, utilize the snap-in force of the hydraulic grab of groover and upwards promote make a concerted effort, by force anchor pole is broken.
Water of the present invention: water should be drinkable tap water, river, well water and other clean water, water quality should meet " concrete mixing water supply standard " JGJ63---the regulation of 2006.
Cement of the present invention: cement can select >=32.5 grades of Portland cements, generally must not exceed two months phases of dispatching from the factory, and the caking that makes moist must not use, and all technical of cement should meet the requirement of national standard, and should delivery test list be had.Cement should carry out retrial before use, can come into operation after qualified.
Water glass of the present invention: water glass (sodium silicate solution) water-fast impurity content must not exceed setting, and its modulus should be 3.0-3.3.Water glass content should be determined by test.
The present invention should carry out scene examination spray before construction, in examination preventing slurry injection process, check whether the technical data such as slurries initial setting time, flow rate of grouting, air quantity, pressure, rotation and hoisting velocity reach the requirement of design.Can construct after meeting the requirement of design and specification.
To the long stake of churning deep layer, by the data such as log sheet and underground water, at different depth, for Different Strata soil property situation, suitable churning parameter should be selected, long stake uniformly densely could be obtained.Ordinary circumstance, to deep layer, pan soil, should increase pressure and flow or suitably reduce rotation and hoisting velocity.
The technical data of jet grouting pile construction of the present invention:
Amount of inspection is spray induration quantity 2%-5%, at least checks 2 points less than the engineering in 20 holes, underproofly will process.
The method of inspection:
1 perforate inspection: be generally limited to shallow-layer, checks comprehensively and sprays induration quality, form, globality, uniformity and verticality.
2 laboratory tests: make induration standard specimen after excavation, carry out various mechanical property test.
3 boring tests: to induration boring, coring, observe and decide induration globality, does laboratory test with regard to core, comprises infiltration test, standard penetration test.
4 loading tests: comprise dull and stereotyped static loading test, the test of hole internal load.
The foregoing is only specific embodiments of the invention, but architectural feature of the present invention is not limited thereto, any those skilled in the art is in the field of the invention, and the change done or modification are all encompassed among the scope of the claims of the present invention.
Claims (6)
1. remove an anchor pole obstruction construction method in continuous wall trench underground process, it is characterized in that described method comprises:
A. preparation of construction:
A. smooth location, reasonable Arrangement material shed and plant install place, composite water and position, gutter, as far as possible the distance of compact shortening high-pressure hose;
B. position, hole is demarcated by design;
C. set up interim builder's temporary shed, store some materials;
D. machinery overhaul, dry run, load running, examination spray;
B. driller insertion:
Borer frame is that shaped steel welding is made, and hold concurrently as platform compared with thick steel pipe by two the cylinder of movement in bottom, the steel pipe underlay lumps of wood, and frame is settled steadily on platform, and drilling rod vertically, adjusts platform by center, drill bit mating holes position;
C. hole:
Before spudding in, reply rig checks, then just can hole, and in the process of boring, notice that whether the running of rig is normal, pinpoint the problems and should stop in time to bore;
D. drilling rod spreading:
Spreading should be carried out after first drilling rod sinks to certain depth, drilling rod adopts screwed connection, during spreading, lay down first drilling rod support and be fixed on drilling machine platform, promote bridge, be connected with rig bridge above second drilling rod, below with the first drilling rod is connected, and connects and wants firmly, to proceed lower brill after meeting the requirements, adopt continuous extension drill rod, until reach projected depth;
E. slurries make:
A. slurry material and formula: be generally cement grout, water/binder ratio is generally between 1:1-1.5:1, and cement paste proportion is 1.37-1.49;
B. Admixture: adopt water glass;
C. adopt slurries draft machines to carry out slurrying, the mortar that mixing is good is stored in slurry storing tank, and cement paste should stir in last hour in spray;
F. slip casting operation:
A. starch gauge to calculate: the slurry amount of spraying by the unit interval and injection duration calculate total slurry amount, and design formulas is:
Q＝Hq/v（1＋β）
In formula: Q---total slurry amount, m
3;
V---hoisting velocity, m/min;
H---spray penetration, m;
Q---unit interval whitewashing amount, m
3/ min;
β---loss coefficient, is generally 0.1-0.3;
B. jet groutinl:
After drilling rod reaches design altitude, first send compressed air, then send slurries, in bottom rotary jet, after reaching predetermined expulsion pressure and whitewashing amount, rotation limit in limit promotes again, and rotation and the lifting of drilling rod must be successively; When Grouting Pipe once can not promote and need gradation to dismantle, dismounting action has wanted fast, and the lap length of spraying after unloading pipe must not be less than 10cm;
G. tube drawing, flushing and mobile facility:
After injection rises to design altitude, namely accuse churning to terminate, now should stop immediately, for slurry, air feed, extracting Grouting Pipe, the construction machinery comprising slush pump and high-pressure pump is thoroughly cleaned with clear water, must not remaining slurries and other foreign material in pipe, in machine, usually adopt and slurries are changed into water, spray on the ground, the slurries in slush pump, slip casting flexible pipe are all discharged, damage parts will repair in time and change, machinery wants coating butter, then plant is moved next position, hole;
H. secondary grouting:
Due to slurries bleed, contraction, likely there is depression in induration top, general dark 0.3-0.5m, for eliminating the depression that may occur, to built structure ground, take the construction technology of carrying out secondary grouting in position, former churning hole, range of grouting is determined according to pocket depth, be generally induration top 1-3m, construction method is the same;
I. groover cutting:
Reach until rotary churning pile cement strength and to start soil excavation after more than 100% and lead wall pouring construction, lead after wall concrete strength reaches requirement, a groover is arranged to carry out soil excavation, in earthwork place, short vehicles drive of refuting concentrates stacking outward transport to collection heatable adobe sleeping platform, excavation adopts without mud off layered driving at a slow speed, after being excavated to anchor pole position, utilize the snap-in force of the hydraulic grab of groover and upwards promote make a concerted effort, by force anchor pole is broken.
2. remove anchor pole obstruction construction method in continuous wall trench underground process according to claim 1, add the heater of more than 2 in drill hole when it is characterized in that described jet groutinl, slurries in injection hole are heated, first temperature is raised to 40-50 DEG C, heat 5 minutes, again temperature is raised to 60-70 DEG C, heats 10 minutes, then greenhouse cooling is carried out continuing process to 35-45 DEG C.
3. remove anchor pole obstruction construction method in continuous wall trench underground process according to claim 1 and 2, the length that it is characterized in that described drilling rod (1) is 1.5m, the shaft of drilling rod has multiple skewed slot (2), the opening direction of skewed slot is for arrange obliquely, and skewed slot is random distribution on shaft.
4. remove anchor pole obstruction construction method in continuous wall trench underground process according to claim 1 and 2, it is characterized in that the slurry pressure of described slip casting operation is 15-20Mpa; Flow is 40-120L/min; Nozzle number is 1; Nozzle bore is φ 2-φ 3mm; The external diameter φ 75mm of Grouting Pipe; Hoisting velocity is 7-20cm/min; Rotary speed is 5-16r/min.
5. remove anchor pole obstruction construction method in continuous wall trench underground process according to claim 1 and 2, it is characterized in that described air pressure during compressed air of sending is 0.5-0.7Mpa; Flow is 1-3m
3/ min; Nozzle number is one or two, and gap is 1-2mm.
6. remove anchor pole obstruction construction method in continuous wall trench underground process according to claim 1 and 2, it is characterized in that the slurry formula of described second time slip casting is in 1000L cement grout: water 650-700kg, cement 900-1100kg, lead powder 20-40kg.
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109281681A (en) * | 2018-11-29 | 2019-01-29 | 中铁隧道局集团有限公司 | Take into account the device and application method for being used to remove cutter head of shield machine mud cake of safety, cost and efficiency |
| CN109469046A (en) * | 2018-12-27 | 2019-03-15 | 重庆长征重工有限责任公司 | The deeply narrow foundation excavation slip casting integration apparatus of bar shaped |
| WO2022021634A1 (en) * | 2020-07-30 | 2022-02-03 | 深圳市工勘岩土集团有限公司 | Method for removing semi-invasive pre-stressed anchor cable in supporting pile by rotary drilling rig |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH06228979A (en) * | 1993-02-05 | 1994-08-16 | Nippon Concrete Ind Co Ltd | Inverted lining method for building-construction |
| KR20020093458A (en) * | 2001-06-09 | 2002-12-16 | (주)한빛하이테크엔지니어링 | Cast-in-site diaphragms wall and the method with benoto method and grouting method of high pressure |
| CN101481911A (en) * | 2009-01-22 | 2009-07-15 | 龙元建设集团股份有限公司 | Construction method for special underground continuous wall |
| CN101899836A (en) * | 2010-08-03 | 2010-12-01 | 中天建设集团有限公司 | Cleaning method of underground anchor rod during underground diaphragm walls construction |
-
2015
- 2015-08-17 CN CN201510504710.2A patent/CN105178333B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH06228979A (en) * | 1993-02-05 | 1994-08-16 | Nippon Concrete Ind Co Ltd | Inverted lining method for building-construction |
| KR20020093458A (en) * | 2001-06-09 | 2002-12-16 | (주)한빛하이테크엔지니어링 | Cast-in-site diaphragms wall and the method with benoto method and grouting method of high pressure |
| CN101481911A (en) * | 2009-01-22 | 2009-07-15 | 龙元建设集团股份有限公司 | Construction method for special underground continuous wall |
| CN101899836A (en) * | 2010-08-03 | 2010-12-01 | 中天建设集团有限公司 | Cleaning method of underground anchor rod during underground diaphragm walls construction |
Non-Patent Citations (4)
| Title |
|---|
| 刘永杰等: "地下连续墙技术在深基坑围护中的应用", 《探矿工程（岩土钻掘工程）》 * |
| 地下连续墙技术在深基坑围护中的应用;刘永杰等;《探矿工程（岩土钻掘工程）》;20100725;第37卷(第7期);第44-49页 * |
| 汪志华: "结合实例谈深基坑支护施工技术及质量控制措施", 《建材与装饰（中旬刊）》 * |
| 结合实例谈深基坑支护施工技术及质量控制措施;汪志华;《建材与装饰（中旬刊）》;20080711(第7期);第146-148页 * |
Cited By (5)
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|---|---|---|---|---|
| CN109281681A (en) * | 2018-11-29 | 2019-01-29 | 中铁隧道局集团有限公司 | Take into account the device and application method for being used to remove cutter head of shield machine mud cake of safety, cost and efficiency |
| CN109281681B (en) * | 2018-11-29 | 2024-04-02 | 中铁隧道局集团有限公司 | Device for removing mud cake of shield machine cutterhead with safety, cost and efficiency and use method |
| CN109469046A (en) * | 2018-12-27 | 2019-03-15 | 重庆长征重工有限责任公司 | The deeply narrow foundation excavation slip casting integration apparatus of bar shaped |
| CN109469046B (en) * | 2018-12-27 | 2024-01-16 | 重庆长征重工有限责任公司 | Strip deep and narrow foundation excavation grouting integrated equipment |
| WO2022021634A1 (en) * | 2020-07-30 | 2022-02-03 | 深圳市工勘岩土集团有限公司 | Method for removing semi-invasive pre-stressed anchor cable in supporting pile by rotary drilling rig |
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| CN105178333B (en) | 2017-05-03 |
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Denomination of invention: Construction method of removing anchor obstacles in the process of underground diaphragm wall grooving Effective date of registration: 20221123 Granted publication date: 20170503 Pledgee: Zhejiang Xiaoshan Rural Commercial Bank Co.,Ltd. Ningwei Sub branch Pledgor: ZHEJIANG GUOFENG GROUP Co.,Ltd. Registration number: Y2022330003171 |